CN111691438A - Anti-skidding-drainage comprehensive treatment method for landslide of large-scale accumulation body - Google Patents
Anti-skidding-drainage comprehensive treatment method for landslide of large-scale accumulation body Download PDFInfo
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- CN111691438A CN111691438A CN202010575305.0A CN202010575305A CN111691438A CN 111691438 A CN111691438 A CN 111691438A CN 202010575305 A CN202010575305 A CN 202010575305A CN 111691438 A CN111691438 A CN 111691438A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/04—Pipes or fittings specially adapted to sewers
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/04—Pipes or fittings specially adapted to sewers
- E03F3/046—Open sewage channels
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- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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Abstract
The invention discloses an anti-skid-drainage comprehensive treatment method for landslide of a large-scale accumulation body, which comprises geological exploration; leveling and tamping a covering layer on the surface of the sliding body; constructing a drainage ditch; constructing a catch drain; excavating and cleaning the slope toe, punching holes at the slope toe in the sliding body, embedding a drain pipe in advance, and arranging a gravel water collecting area, wherein the drain pipe is communicated with the gravel water collecting area; then constructing a concrete retaining wall below the slope toe at the sliding body; a water drainage hole is formed in the wall body of the concrete retaining wall and is communicated with the gravel water collecting area; constructing a drainage anti-slide pile, excavating a flow guide hole, and embedding a water guide pipe in the flow guide hole; one end of the water guide pipe is communicated with the first drainage ditch, and the other end of the water guide pipe is communicated with the water guide hole of the drainage anti-slide pile in a sealing way. The method adopts various treatment means, organically combines the anti-skid system and the drainage system, utilizes the complementary and mutual cooperation of the advantages of the various treatment means to form combined advantages, and has obvious effect on the treatment of the large-scale accumulation body side slope.
Description
Technical Field
The invention relates to the field of slope stability treatment, in particular to an anti-skidding-drainage comprehensive treatment method for landslides of large-scale accumulation bodies.
Background
China has broad range of members, complicated natural conditions and serious geological disasters, and particularly in southwest areas, landslides, collapses, debris flows and the like are the most common. In the topography of the southwest region, most hillsides are piled slopes formed by residual layers, weathered rocks, hillside objects, karst collapsing piles and the like.
Landslide caused by instability of a side slope is a serious global natural disaster. It often destroys buildings, blocks traffic, causes casualties and huge economic losses, and brings great harm to ecological environment and engineering construction. With the development of economy, the number of side slope instability disasters is increased year by year, and the scale and the caused damage are larger and larger. Therefore, the method has important value and significance for making an effective treatment scheme for the instability of the slope.
At present, landslide control schemes include landslide body excavation, load reduction and back pressure, retaining wall skid resistance, lattice anchoring, anti-slide pile and other measures and combine drainage projects within the range of landslide bodies. By adopting one or more schemes of the measures to carry out combined treatment, the coordination among the methods cannot be comprehensively optimized, the methods are still independent, the combined advantages are not formed, and the treatment effect of the side slope is not ideal. For example, as disclosed in the document of application No. 201611269813.7, a semi-hollow pile with drainage and anti-skid effects and a construction method thereof, and application No. 201510851300.4, a drainage and anti-liquefaction anti-skid pile and a construction method thereof, the situation that a designer excessively designs the cross section of the anti-skid pile or increases the reinforcement amount is often caused by singly adopting the drainage and anti-skid pile, so that a 'fertilizer pile' is generated, and further, the corresponding construction difficulty and the engineering cost are improved. For example, in a document of application No. 201811022846.X "a non-vertical type slide-resistant pile structure and installation method for landslide and slope treatment", a scheme of slope drainage is not considered by adopting a non-vertical type slide-resistant pile to reinforce a slope, and meanwhile, the problems of high construction cost and high construction difficulty possibly exist for a large-scale accumulation body slope.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to solve the technical problem of providing an anti-skidding-drainage comprehensive treatment method for landslides of large-scale accumulation bodies.
The technical scheme for solving the technical problems is to provide an anti-skid-drainage comprehensive treatment method for landslides of large-scale accumulation bodies, which is characterized by comprising the following steps of:
(1) carrying out geological exploration and calculating relevant parameters required by comprehensive treatment;
(2) leveling and tamping a covering layer on the surface of the sliding body; constructing a first drainage ditch on the surface of the middle part of the sliding body and constructing a second drainage ditch along the slope direction from the top of the slope to the toe of the slope, wherein the first drainage ditch and the second drainage ditch are communicated with each other; constructing a catch basin at the top of the slope outside the sliding body or the stable slope outside the sliding body;
(3) excavating and cleaning the slope toe, punching holes at the slope toe in the sliding body and embedding a drain pipe in advance, arranging a gravel water collecting area above a sliding surface between the sliding body and the bedrock, and communicating the drain pipe with the gravel water collecting area; then constructing a concrete retaining wall below the slope toe at the sliding body; a water drainage hole is formed in the wall body of the concrete retaining wall and is communicated with the gravel water collecting area;
(4) constructing a drainage slide-resistant pile at the middle upper part of the slide body, excavating corresponding flow guide holes, and burying aqueducts in the flow guide holes; one end of the water guide pipe is communicated with the first drainage ditch, and the other end of the water guide pipe is communicated with the water guide hole of the drainage anti-slide pile in a sealing way.
Compared with the prior art, the invention has the beneficial effects that:
(1) the method adopts various treatment means, organically combines the anti-skid system and the drainage system, utilizes the complementary and mutual cooperation of the advantages of the various treatment means to form combined advantages, and has obvious effect on the treatment of the large-scale accumulation body side slope.
(2) The drainage slide-resistant pile in the method combines the slide-resistant system and the drainage system, ensures the reinforcing effect, improves the integral stability of the side slope, and guides water around the pile body to the outside of the slope body, thereby realizing the real-time and efficient drainage effect.
(3) The concrete retaining wall, the gravel water collecting area and the self-designed drainage slide-resistant pile in the method provide sliding resistance, improve the stability of the side slope, and have the effects of preventing seepage and drainage and preventing water and soil loss; in addition, the existence of the gravel water collecting area can prevent the water drainage pipeline from losing efficacy caused by long-term differential settlement of the concrete retaining wall and the slope body, and is favorable for prolonging the effective life of the treatment scheme and improving the long-term stability of the side slope.
(4) The method combines various treatment technical means, has simple working procedures, can shorten the working period and save a large amount of funds on the premise of ensuring the engineering effect, can play a good role in the treatment of the side slope of the large-scale accumulation body, and has extremely strong practical application value.
Drawings
FIG. 1 is a schematic view of heap slope treatment according to an embodiment of the present invention;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1 in accordance with the present invention;
fig. 3 is a schematic sectional view showing the overall structure of the drainage slide pile of the present invention.
In the figure: 1. a slider; 2. bedrock; 3. a concrete retaining wall; 4. a water drain hole; 5. a drain pipe; 6. a gravel water collection area; 7. a first drain ditch; 8. a water conduit; 9. a drainage slide-resistant pile; 10. intercepting a ditch; 11. a reinforcement cage; 12. an upper reinforced concrete pile wall; 13. a lower solid reinforced concrete pile foundation; 14. an upper gravel pile core; 15. a water guide hole; 16. inclining the water collecting hole; 17. a drain hole; 18. a side slope toe line; 19. a slip mass boundary; 20. and a second drainage ditch.
Detailed Description
Specific examples of the present invention are given below. The specific examples are only intended to illustrate the invention in further detail and do not limit the scope of protection of the claims of the present application.
The invention provides an anti-skid-drainage comprehensive treatment method (a method for short, see figures 1-3) for landslides of large-scale accumulation bodies, which is characterized by comprising the following steps:
(1) carrying out geological exploration and calculating various relevant parameters required by comprehensive treatment;
preferably, in the step 1), carrying out geological survey, and collecting landslide type, scale, landslide body thickness, landslide perimeter, sliding surface type, sliding surface spatial position, sliding main shaft, rock-soil body physical and mechanical parameters in a landslide range and the like; sampling rock-soil layers and soft layers, performing indoor physical and mechanical property tests according to the regulations in national standard GB50330-2013 to obtain physical properties, strength and deformation indexes, and further calculating to obtain various relevant parameters such as the section size of the earth wall, the size of the slide-resistant pile, the downward sliding force, the reinforcement ratio, the section size and the like; the determination and calculation method of the related parameters refers to the regulations in national standard GB 50330-2013;
(2) flattening and tamping a loose covering layer on the surface of the sliding body 1; then constructing a first drainage ditch 7 on the surface of the middle part of the sliding body 1 and constructing a second drainage ditch 20 along the slope direction from the top of the slope to the toe of the slope, wherein the first drainage ditch 7 is communicated with the second drainage ditch 20 (in the embodiment, two ends of the first drainage ditch 7 are respectively communicated with one second drainage ditch 20) and water used for draining surface water and convenient for draining the anti-slide pile 9 to the slope surface is quickly drained through the two drainage ditches; constructing a catch basin 10 on the slope top outside the sliding body 1 or the stable slope outside the sliding body 1 for draining surface water;
preferably, in the step 2), when the intercepting drain 10 is positioned at the top of the slope, the distance between the intercepting drain and the slope shoulder is more than 2 m; when the intercepting drain 10 is positioned on a stable slope, the distance between the intercepting drain and the upper edge of the sliding body 1 is more than 10 m; the depth of the intercepting drain 10 and the first drainage drain 7 is 60-80 cm, and the width of the intercepting drain and the first drainage drain are 60-80 cm;
(3) excavating and cleaning a slope toe, punching holes at the slope toe in the sliding body 1, embedding a drain pipe 5 in advance, arranging a gravel water collecting area 6 above a sliding surface between the sliding body 1 and the bedrock 2, and communicating the drain pipe 5 with the gravel water collecting area 6; then, constructing a concrete retaining wall 3 below the slope toe at the sliding body 1; the concrete retaining wall 3 is closer to the toe than the gravel water collection area 6; a water drainage hole 4 is formed in the wall body of the concrete retaining wall 3, and the water drainage hole 4 is communicated with a gravel water collecting area 6;
preferably, in the step 3), the inner diameter of the drain pipe 5 is 5-10 cm, and the outer diameter of the drain pipe is matched with the diameter of the drain hole 4; the drain pipe 5 is a hard pipe, and the material is PVC or UPVC; the pipe wall of the drain pipe 5 is provided with a through hole, the inner wall of the drain pipe is wrapped by permeable geotextile, and crushed stone with the maximum grain diameter smaller than 20mm is filled in the pipe, so that the inside drainage of the toe is facilitated on the premise of preventing water and soil loss.
Preferably, in the step 3), reverse filter layers are paved on the upper and lower parts and the side walls of the gravel water collecting area 6, and the gravel water collecting area 6 is filled with well-graded gravel and is full; the crushed stone with good grading refers to that the uneven coefficient and the curvature coefficient of a grain size grading curve of various particle materials such as fine sand, medium coarse sand, gravel and the like are 5-10 and 1-3, so that the loss of a deposited body soil body is prevented, and a supporting effect is provided for an upper soil body.
Preferably, in the step 3), the construction of the concrete retaining wall 3 adopts a sectional groove jumping mode to excavate, and an inclined concrete retaining wall or a gravity concrete retaining wall can be selected according to the excavation mode of the slope surface of the accumulation body; the concrete retaining wall 3 is embedded with a foundation in a stable soil layer below a slope surface, the concrete construction method refers to the regulation of the national standard GB50330-2013, and the cement dosage of the concrete in the embodiment is 350-400 kg/m3The ratio of cement to sand is 1: 4-5, and the occupancy of sand in concrete is 0.5-0.6; the water drainage holes 4 are inclined downwards by 3-10 degrees (preferably 3 degrees) along the horizontal plane, and the distance between every two adjacent water drainage holes 4 in the horizontal direction is 3-5 m; the concrete retaining walls 3 are provided with structural joints for preventing the structural body from being damaged by thermal expansion and cold contraction every 10-15 m;
(4) constructing a drainage slide-resistant pile 9 on the middle upper part of the slide body 1, excavating a corresponding flow guide hole, and burying a water guide pipe 8 in the flow guide hole; one end of the water guide pipe 8 is communicated with the first drainage ditch 7, and the other end of the water guide pipe is communicated with the water guide hole 15 of the drainage slide-resistant pile 9 in a sealing way through threads.
Preferably, the water guide pipe 8 is made of rigid materials, is inclined downwards by 3-5 degrees along the horizontal plane when arranged, and is internally filled with permeable aggregates; the aperture of the diversion hole is larger than the diameter of the water conduit 8, so that the water conduit 8 can be conveniently inserted; after the water guide pipe 8 is inserted, grouting (cement mortar injection) is performed into the guide flow hole to fill the space outside the water guide pipe 8, thereby fixing the water guide pipe 8.
Preferably, in the step 4), the drainage slide-resistant pile 9 is a hollow reinforced concrete slide-resistant pile, and comprises a reinforcement cage 11, a lower solid reinforced concrete pile foundation 13, an upper reinforced concrete pile wall 12 and an upper gravel pile core 14; the lower solid reinforced concrete pile foundation 13 and the upper reinforced concrete pile wall 12 are connected into a whole through the reinforcement cage 11 by adopting an integral casting method; filling well-graded broken stones into the upper reinforced concrete pile wall 12 and filling the broken stones, and laying an inverted filter layer on the top of the inner part of the upper reinforced concrete pile wall 12 to form an upper broken stone pile core 14, so that water flow can pass through the broken stone pile core, and meanwhile, a supporting force is provided for a pile body; the upper reinforced concrete pile wall 12 is provided with a plurality of through inclined water collecting holes 16, so that water in soil mass around the pile can be guided into the upper gravel pile core 14 and then discharged out of the sliding body 1; the connecting part of the lower solid reinforced concrete pile foundation 13 and the upper reinforced concrete pile wall 12 is provided with a water guide hole 15; a vertically through drain hole 17 is formed in the central part of the lower solid reinforced concrete pile foundation 13, is vertically arranged to shorten a water flow path and penetrates through the lower solid reinforced concrete pile foundation 13; one end of the water drain hole 17 is communicated with the upper gravel pile core 14, a water permeable cushion layer (for preventing gravel in the upper gravel pile core 14 from entering the water drain hole 17) is paved at the top of the port, and the other end of the water drain hole 17 is communicated with the bedrock 2;
preferably, in the step 4), wall protection treatment is required to be carried out when a pile hole of the drainage slide-resistant pile 9 is excavated, and the bottom of a pile body needs to extend into the bedrock 2; after the construction is finished, backfilling soil stones and laying a reverse filter layer outside the pile body to prevent soil body loss; the inclined water collecting holes 16 and the water discharging holes 17 are filled with pervious concrete and are full of water, so that water in the slope body is collected and discharged, other impurities are prevented from flowing into the holes along with water to influence the water collecting effect, and the strength and the stability of the slide-resistant pile can be improved.
Preferably, in the step 4), the diameter of the upper gravel pile core 14 is 1/5-1/4 of the whole pile diameter, and the length of the upper reinforced concrete pile wall 12 is less than 2/3 of the whole pile body length.
In the embodiment, the landslide type is a soil accumulation body side slope, the included angle between the slope surface and the horizontal plane is 30-50 degrees, and the height of the side slope exceeds 50 meters.
Nothing in this specification is said to apply to the prior art.
Claims (10)
1. A comprehensive treatment method for anti-skid and drainage of large-scale accumulation landslide is characterized by comprising the following steps:
(1) carrying out geological exploration and calculating relevant parameters required by comprehensive treatment;
(2) leveling and tamping a covering layer on the surface of the sliding body; constructing a first drainage ditch on the surface of the middle part of the sliding body and constructing a second drainage ditch along the slope direction from the top of the slope to the toe of the slope, wherein the first drainage ditch and the second drainage ditch are communicated with each other; constructing a catch basin at the top of the slope outside the sliding body or the stable slope outside the sliding body;
(3) excavating and cleaning the slope toe, punching holes at the slope toe in the sliding body and embedding a drain pipe in advance, arranging a gravel water collecting area above a sliding surface between the sliding body and the bedrock, and communicating the drain pipe with the gravel water collecting area; then constructing a concrete retaining wall below the slope toe at the sliding body; a water drainage hole is formed in the wall body of the concrete retaining wall and is communicated with the gravel water collecting area;
(4) constructing a drainage slide-resistant pile at the middle upper part of the slide body, excavating corresponding flow guide holes, and burying aqueducts in the flow guide holes; one end of the water guide pipe is communicated with the first drainage ditch, and the other end of the water guide pipe is communicated with the water guide hole of the drainage anti-slide pile in a sealing way.
2. The comprehensive anti-skid and drainage control method for landslides of large-scale stacks according to claim 1, wherein in step 1), geological exploration is performed, and the landslide type, scale, landslide body thickness, landslide perimeter, sliding surface type, sliding surface spatial position, sliding main shaft and physical and mechanical parameters of rock mass in the landslide range are collected; and sampling the rock-soil layer and the soft layer to perform an indoor physical mechanical property test to obtain the section size of the retaining wall, the size of the anti-slide pile, the downward sliding force, the reinforcement ratio and the section size.
3. The comprehensive antiskid-drainage management method for landslides of large-scale stacks according to claim 1, wherein in step 2), when the cut-off trench is located at the top of the slope, the cut-off trench is more than 2m away from the shoulder of the slope; when the intercepting ditch is positioned on the stable slope, the distance between the intercepting ditch and the upper edge of the sliding body is more than 10 m; the depth of the intercepting ditch and the depth of the first drainage ditch are both 60-80 cm, and the width of the intercepting ditch and the width of the first drainage ditch are both 60-80 cm.
4. The comprehensive anti-skid and drainage control method for landslides of large-scale stacks according to claim 1, wherein in step 3), the inner diameter of the drainage pipe is 5-10 cm, and the outer diameter of the drainage pipe is matched with the diameter of the drainage hole; the drain pipe is a hard pipe, and the material is PVC or UPVC; the wall of the drain pipe is provided with a through hole, the inner wall of the drain pipe is wrapped by a permeable geotextile, and crushed stones with the maximum grain diameter smaller than 20mm are filled in the drain pipe.
5. The comprehensive antiskid-drainage treatment method for landslides of large-scale stacks according to claim 1, wherein in step 3), the upper and lower and side walls of the gravel water collection area are paved with inverted filter layers, and the gravel water collection area is filled with well-graded gravel and is full.
6. The comprehensive anti-skid and drainage management method for landslides of large-scale stacks according to claim 1, wherein in the step 3), the construction of the concrete retaining wall is excavated by adopting a sectional groove jumping mode, and an inclined concrete retaining wall or a gravity concrete retaining wall is selected; the foundation of the concrete retaining wall is embedded into a stable soil layer below the slope surface of the side slope, and the cement consumption of the concrete is 350-400 kg/m3The ratio of cement to sand is 1: 4-5, and the occupancy of sand in concrete is 0.5-0.6; the concrete retaining wall is closer to the toe relative to the gravel water collection area; the drain holes are inclined downwards by 3-10 degrees along the horizontal plane, and the distance between every two adjacent drain holes in the horizontal direction is 3-5 m; the concrete retaining wall is provided with structural joints every 10-15 m.
7. The comprehensive treatment method of anti-skid and drainage for landslide of large-scale accumulation body according to claim 1, wherein the water guiding pipe is made of rigid material, and is arranged to be inclined downwards by 3-5 ° along the horizontal plane, and the inside of the water guiding pipe is filled with permeable aggregate; the aperture of the diversion hole is larger than the diameter of the aqueduct, and after the diversion hole is inserted into the aqueduct, grouting is carried out in the diversion hole to fill the space outside the aqueduct, thereby fixing the aqueduct.
8. The comprehensive anti-skid and drainage management method for landslide of large-scale accumulation body according to claim 1, wherein in step 4), the drainage anti-skid pile comprises a reinforcement cage, a lower solid reinforced concrete pile foundation, an upper reinforced concrete pile wall and an upper gravel pile core; connecting the lower solid reinforced concrete pile foundation and the upper reinforced concrete pile wall into a whole through a reinforcement cage by adopting an integral casting method; filling well-graded broken stones into the upper reinforced concrete pile wall and filling the broken stones, and laying an inverted filter layer on the top of the inner part of the upper reinforced concrete pile wall to form an upper broken stone pile core; the upper reinforced concrete pile wall is provided with a plurality of through inclined water collecting holes, so that water in soil around the pile can be guided into the upper gravel pile core and then discharged out of the sliding body; the connecting part of the lower solid reinforced concrete pile foundation and the upper reinforced concrete pile wall is provided with a water guide hole; a vertically through drain hole is formed in the central part in the lower solid reinforced concrete pile foundation and penetrates through the lower solid reinforced concrete pile foundation; one end of the drain hole is communicated with the upper gravel pile core, a water permeable cushion layer is laid on the top of the port, and the other end of the drain hole is communicated with the bedrock.
9. The comprehensive anti-skid and drainage control method for landslide of large-scale accumulation body according to claim 8, wherein the diameter of the upper gravel pile core is 1/5-1/4 of the whole pile diameter, the length of the upper reinforced concrete pile wall is less than 2/3 of the whole pile body length; the slope catchment hole and the inside pervious concrete of filling of wash port and be full of, prevent other impurity along with water inflow influence catchment effect in the hole when collecing and getting rid of the inside moisture of slope, can increase friction pile self intensity and stability moreover.
10. The comprehensive antiskid-drainage management method for landslides of large-scale stacks according to claim 1 or 8, wherein the pile holes of drainage slide-resistant piles are excavated by wall protection treatment, and the bottoms of the pile bodies are inserted into bedrock; and after the construction is finished, backfilling soil stones and paving a reverse filter layer outside the pile body.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112411583A (en) * | 2020-12-10 | 2021-02-26 | 中国地质科学院探矿工艺研究所 | Integrated form side slope drainage reinforcerment system |
| CN113006097A (en) * | 2021-03-01 | 2021-06-22 | 枣庄学院 | Permeable water-intercepting anti-skid structure for treating giant landslide and construction method thereof |
| CN113026772A (en) * | 2021-03-12 | 2021-06-25 | 中国水利水电第四工程局有限公司 | Landslide body reinforcing method |
| CN113931202A (en) * | 2021-09-27 | 2022-01-14 | 中铁第四勘察设计院集团有限公司 | Anti-skid drainage system containing hydrophilic minerals for large landslide and construction method |
| CN114293573A (en) * | 2022-01-19 | 2022-04-08 | 中国长江三峡集团有限公司 | Drainable anti-slide pile and construction method thereof |
| CN115094918A (en) * | 2022-04-18 | 2022-09-23 | 贵州煤设地质工程有限责任公司 | Landslide control method based on saturated clay of gentle accumulation layer |
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Application publication date: 20200922 |